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a choice of a settlement model for numerical research of a dome.

For experimental check of the accepted constructive decisions there was zaproektirovana a steel model of a dome in diameter of 5,94 m (fig. 4.19). The dome model is executed on the basis of geodetic 320-grannika on the resulted grading 20ТАТ320 [12].

At designing of a model of a dome from pyramidal steel frame panels it is necessary to solve problems of definition of values of geometrical deflexions (imperfections) and parametres of geometry of a design at calculation under the deformed scheme, and also problems of theoretical possibilities of an estimation of size of critical central loading and influence of various values of an eccentricity and zhestkostej bearers on the VAT of rods and bearers.

The dome model is collected from two types of pyramidal assembly panels in the form of a correct pentagon and a hexagon, the parties and which radiuses gather from steel rectangular pipes 40х20х2 mm (fig. 4.22). The core opiranie domes is executed on tubular racks 060х3 mm with an eccentricity in a dome on 20 mm At calculation considered two variants of bearers: zhestkozashchemlennye bearers under each knot at the set level of a dome and zhestkozashchemlennye bearers with string pieces at level of top of bearers. For racks of the minimum possible rigidness the height of 600 mm is accepted.

The loading simulating weight of elements of a dome is put to rods on all surface of a model of a dome, and the weight from a coating and a snow load is put to characteristic knots which are the centres of assembly panels (fig. 4.19). Such loading will be most unprofitable both for stability of a dome as a whole, and for its elements and will allow to estimate advantages of work of a new design at work on stability as panelno-rod system. For an estimation of stability of rod domes
The is accepted-central connection, allowing to realise sharnirnuju transfer of efforts to knots. This connection on pair bolts is shown in drawing 4.22. Knots should provide also necessary assembly rigidness, both separate frame panels-pyramids, and assembly parts of a dome (fig. 3.6) at assemblage and its installation in design position [29]. We accept for rigid opiranija racks a solid reinforced-concrete base slab under a dome in the thickness 400мм.

Fig. 4.19. The dome scheme: and - a sort; - the plan of bearers.

Settlement efforts are in dome elements from all possible unprofitable combinations of action of loadings. On the found efforts calculation of sectional views of rods, elements of knots and supporting poles on durability and stability is made. The model simulates the VAT of natural domes of a coating with parities of a boom of ascending gradient to span 0,25 - 0,3 (spans 12-24).

For definition of factors of similarity we use product of similarity from [16].

At the accepted parametres of a model from (4.1), we will receive

For loading on knot the similarity factor is equal 4.

Taking into account similarity factor on knot we will put the loading simulating dlitelnodejstvjushchuju loading, proceeding from real loadings on a coating, not less than 400,0 H. Numbering of knots and rods at calculation is shown in drawing 4.20.

Fig. 4.20. Schemes a dome: and-numbering of knots; - numbering of rods.

Constant loads (from mass of a dome, panels of a coating and a roof on dome knot) tab. 4.1:

Table 4.1.

Coating mass (g1):

Settlement snow load

Standard value of a snow load on a horizontal projection of a coating it is defined on [159]

Where se - the factor considering a pulling down of snow from coatings of buildings under the influence of a wind, c β = 0,85 at diameter of a dome d

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A source: Antoshkin Vasily Dmitrievich. is constructive-TECHNOLOGICAL DECISIONS of PRECAST SPHERICAL SHELLS. The dissertation on competition of a scientific degree of a Dr.Sci.Tech. Saransk - 2017. 2017

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